2026_04_Richards_Hart-Drawing_Excerpts.pdf

OWNER

City of Wheat Ridge Brandon Altenburg

p. 303-231-1307

e. baltenburg@ci.wheatridge.co.us

ARCHITECT

Form+Works Design Group, LLC

P.O. BOX 476

Eastlake, Colorado 80614 Jessica Reske, AIA, LEED AP

p. 303.598.6545

e. jessica@formworksdesigngroup.com

STRUCTURAL ENGINEER

JVA, Inc 1319 Spruce Street Boulder, Colorado 80302 Christine Britton, PE.

p. 303.444.1951

e. cbritton@jvajva.com

THIS PROJECT WAS FUNDED IN PART WITH A GRANT FROM HISTORY COLORADO - STATE HISTORICAL

FUND - GRANT #2021-PL-020

RICHARDS HART ESTATE

BENTON STREET & WEST 28TH AVENUE

WHEAT RIDGE, CO. 80214

CONSTRUCTION DOCUMENTS

AUGUST 29, 2022

SHEET LIST

SHEET

NUMBER SHEET NAME

00-GENERAL

G-000 COVER SHEET

G-100 GENERAL NOTES & SPECIFICATION NOTES

04-ARCHITECTURAL

A-100 BASEMENT FLOOR PLAN

A-101 FIRST FLOOR PLAN

A-102 SECOND FLOOR PLAN

A-103 SCHEMATIC ADA FLOOR PLAN

A-200 SOUTH PORCH

A-201 EAST PORCH

A-202 NORTH PORCH

07-STRUCTURAL

S-000 GENERAL NOTES

S-001 ABBREVIATIONS & SYMBOLS

S-100 PARTIAL BASEMENT & FIRST FLOOR /

FOUNDATION PLAN

S-102 SECOND FLOOR PLAN

GENERAL RESTORATION NOTES

1. The term “Owner” shall denote the client, or Owner, as designated in the Contract.

The term “General Contractor” or “Contractor” shall denote the Corporation, Company, Partnership, Firm or Individual who has entered into the Contract for the performance of the work and has engaged Subcontractors to perform a part of the work. The term “Architect” refers to Form+Works Design Group, LLC.

2. The use of the words “provide” and “provided” in connection with any item specified shall be intended to mean that the item shall be furnished, installed and connected where so required.

3. Dimensions at existing construction are taken to existing surfaces. Dimensions at new work are taken from face of stud, grid centerlines, or face of masonry unless otherwise noted. Contractor is responsible for final verification of existing conditions and dimensions.

4. DO NOT scale drawings. Dimensions govern. Large scale details govern over small scale.

5. Notify Architect in writing immediately should conditions be found contradictory to these drawings.

6. The Drawings are supplied to illustrate the design intent and the general type of construction required. They are intended to imply the finest quality of construction, material and workmanship.

7. Drawings and general notes are complementary, and what is called for by one will be binding as if called for by all. Work shown or referred to on any drawing shall be completed as though shown on all related drawings.

8. The character and scope of work are described by the drawings and notes contained herein. Additional drawings and information deemed necessary by the Architect to interpret and/or explain drawings or notes previously issued shall be provided to the General Contractor. It shall be understood that such additional drawings and information shall be considered part of the Contract Documents.

9. If there are any questions regarding the Contract Documents, existing conditions or design intent, the General Contractor shall obtain a clarification in writing from the Owner's Representative or Architect prior to proceeding with the work in question.

10. All work performed and material installed shall be, as a minimum standard, in strict conformance with the latest editions of all general codes, regulations and ordinances including the building code. The General Contractor shall give all notices and comply with all laws, ordinances, rules, regulations and lawful orders of any public authority having jurisdiction over the performance of the work.

11. The General Contractor is responsible for all work shown, noted, specified, or reasonably inferred from the contract documents.

12. The General Contractor, upon acceptance of the drawings, assumes full responsibility for the construction, materials and workmanship of the work, and shall comply with the spirit as well as the letter of that which is contained therein.

13. The scope of work described by the Contract Documents implies a completed project. Minor omissions from and discrepancies in the drawings and specifications shall not void such intention. The General Contractor shall inform the Architect in writing of any conflicts, omissions and discrepancies prior to construction.

14. The General Contractor shall obtain all required building permits.

15. The General Contractor shall obtain all special inspections required by the authority having jurisdiction over the project.

16. The General Contractor shall supervise and direct the work using his best skill and attention. He shall be solely responsible for all construction means, methods, techniques, sequences and procedures. He shall coordinate all portions of the work under the Contract.

17. The General Contractor and subcontractors shall visit the project, as required by the specifications, to become familiar with all existing conditions affecting the work prior to submittal of bids.

18. The General Contractor shall perform high-quality professional work. Materials shall be joined to uniform, accurate fits so that they meet in neat, straight lines free of smears or overlaps. Exposed materials shall be installed appropriately level, plumb and at accurate right angles to or flush with adjacent materials. The work of each trade shall meet all National Standards published by the trade, except where the requirements of the Contact Document are more stringent.

19. The presence of an architectural representative on the jobsite does not imply concurrence of approval of the work. The General Contractor shall call to the attention of the Architect specific items for which he desires to obtain approval.

20. The General Contractor shall correct defects in material and workmanship noted by the Architect during periodic site observations and at project close-out.

21. The General Contractor shall turn the project over to the Owner free from all construction debris, scraps, materials and equipment; with all interior glass free from manufacturer's labels and tape and clean on both sides; with all doors and millwork wiped down and free of dirt, grease and other foreign material.

Date

Drawn By

Checked By

Project Number

Scale

P.O. BOX 476,

EASTLAKE, COLORADO 80614

www.formworksdesigngroup.com

303.598.6545

12" = 1'-0"

G-100

GENERAL NOTES &

SPECIFICATION NOTES

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No. Description Date

Jessica Line

Jessica Line

Jessica Line

Jessica Line

X KEYNOTES

1. REPLACE WOOD TRIM IN KIND. PREP, PRIME, AND PAINT. EXTENT

INDICATED WITH:

2. EPOXY REPAIR EXISTING WOOD COMPONENT.

3. REPLACE CONCRETE. RE: STRUCTURAL.

4. DUTCHMAN REPAIR EXISTING WOOD COMPONENTS. EXTENT

INDICATED WITH:

5. SEAL JOINT AT TRIM.

6. PREP, PRIME AND PAINT BEAD BOARD CEILING.

7. CONTRACTOR TO REMOVE AND REINSTALL WOOD LATTICE PANEL TO

PROVIDE ACCESS FOR STRUCTURAL ENGINEER TO OBSERVE PORCH

FRAMING CONDITIONS.

8. REMOVE AND REINSTALL WOOD LATTICE PANEL TO ACCESS

CONCRETE REHABILITATION WORK; COORDINATE WITH STRUCTURAL

ENGINEER FOR OBSERVATION OF PORCH FRAMING CONDITIONS WHEN

ACCESS IS AVAILABLE.

9. PROVIDE 6X6 PT WOOD POST ATOP CONCRETE FOOTING. RE: S-100.

MATCH EXISTING COLUMN AT NORTH ENTRY PORCH

GENERAL NOTES:

• NOT ALL KEYNOTES ARE USED ON ALL SHEETS.

• CONTRACTOR TO VERIFY IN FIELD ALL DIMENSIONS AND EXISTING

CONDITIONS PRIOR TO COMMENCEMENT OF WORK.

• NOTIFY ARCHITECT IF CONDITIONS IN FIELD DO NOT MATCH CONDITIONS

SHOWN ON DRAWINGS.

• COORDINATE REQUIRED CLOSURES OF BUILDING AND SITE ACCESS WITH

OWNER PRIOR TO COMMENCEMENT OF WORK.

• PREP, PRIME AND PAINT ALL EXTERIOR WOOD COMPONENTS AT PORCHES.

• EXISTING CEILING MOUNTED LIGHT FIXTURES TO REMAIN AT PORCH

CEILINGS; PROTECT FROM DAMAGE.

• REFER TO S-100 AND S-102 FOR SCOPE OF STRUCTURAL INVESTIGATION

AND REHABILITATION WORK AT PORCHES.

ELEVATION NOTES

CRACK AT

EAST FACE OF

COLUMN

AT EAST FACE

OF COLUMN

PANELING

1(1) STAIR

TREAD

2 AT NORTH

FACE OF PANEL

CRACK AT

NORTH FACE

OF COLUMN

2 AT (2)

BRACKETS

CRACK AT

FACE OF

COLUMN

5TYP AT PANEL

FACE

2'

4"

0" 1'

0"

3'

8"

2'

4" 1'

0"

0"

2'

4"

2 AT PANEL FACE

Date

Drawn By

Checked By

Project Number

Scale

P.O. BOX 476,

EASTLAKE, COLORADO 80614

www.formworksdesigngroup.com

303.598.6545

As indicated

A-200

SOUTH PORCH

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1/2" = 1'-0"1 SOUTH PORCH - SOUTH ELEVATION

1/2" = 1'-0"2 SOUTH PORCH - EAST ELEVATION

1/2" = 1'-0"3 SOUTH PORCH - WEST ELEVATION

No. Description Date

DESIGN LOADS:

1. DESIGN LOADS: 2018 INTERNATIONAL BUILDING CODE WITH CITY OF WHEAT RIDGE AMENDMENTS, ASCE 7-16

2. RISK CATEGORY: II STANDARD

3. ROOFS:

A. ROOF DEAD LOAD 10 PSF

B. ROOF LIVE LOAD 20 PSF, 300 LBS

C. GROUND SNOW LOAD, Pg 30 PSF D. FLAT-ROOF SNOW LOAD, Pf 30 PSF E. SNOW EXPOSURE FACTOR, Ce 1.0 F. SNOW IMPORTANCE FACTOR, Is 1.0 G. THERMAL FACTOR, Ct 1.2 (PORCHES)

4. FLOOR LIVE LOADS:

5. WIND (LATERAL LOADS PROVIDED FOR REFERENCE ONLY):

A. ULTIMATE DESIGN WIND SPEED, VULT, (3-SECOND GUST) 135 MPH

B. NOMINAL DESIGN WIND SPEED, VASD, (3-SECOND GUST) 105 MPH

C. INTERNAL PRESSURE COEFFICIENT 0.18 (ENCLOSED)

D. WIND EXPOSURE B

E. AIR DENSITY COEFFICIENT 0.82

F. COMPONENTS AND CLADDING ULTIMATE DESIGN WIND PRESSURES

1. PRESSURES MAY BE REDUCED FOR EFFECTIVE WIND AREAS LARGER THAN 10 SQUARE FEET, BUT

NOT BELOW 16 PSF.

2. ALLOWABLE WIND PRESSURE (ASD) MAY BE DETERMINED BY MULTIPLYING THE ULTIMATE

PRESSURE BY 0.6.

6. SEISMIC (LATERL LOADS PROVIDED FOR REFERENCE ONLY):

A. SPECTRAL RESPONSE ACCELERATION PARAMETERS

1. SHORT PERIOD

a. SS 0.219g

b. SDS 0.234g

2. ONE SECOND

a. S1 0.059g

b. SD1 0.095g

B. SOILS SITE CLASS (ASSUMED) D

C. SEISMIC IMPORTANCE FACTOR 1.0

D. SEISMIC DESIGN CATEGORY B

a a a a2e

2r

2e

2e 2r

2r

2e

HIP ROOF (7° ≤ θ ≤ 45°) (a = XXft)

REINFORCED CONCRETE:

1. DESIGN IS BASED ON ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE."

2. CONCRETE WORK SHALL CONFORM TO ACI 301 "STANDARD SPECIFICATIONS FOR STRUCTURAL CONCRETE."

3. STRUCTURAL CONCRETE SHALL HAVE THE FOLLOWING PROPERTIES:

4. CONCRETE MIX TABLE NOTES:

A. SLUMP VALUES INDICATED ARE SUGGESTED BASED ON USE AND TYPICAL PLACEMENT METHODS.

CONTRACTOR MAY ADJUST SLUMP AS NECESSARY FOR FIELD CONDITIONS AND INSTALLATION METHOD

USED PROVIDED REMAINING REQUIREMENTS ARE MET.

B. AIR CONTENT:

a. N/P: AIR ENTRAINING ADMIXTURES NOT PERMITTED, ENTRAPPED AIR ONLY

b. N/A: NOT APPLICABLE, NO STRUCTURAL AIR CONTENT REQUIREMENTS

C. SHRINKAGE STRAIN: MIXES NOTED AS "SHRINKAGE XX%" SHALL BE LIMITED TO A MAXIMUM DRYING SHRINKAGE ( 0.05% UNLESS NOTED OTHERWISE) AT 28 DAYS (500 MICROSTRAIN) AS MEASURED BY ASTM

C157. SHRINKAGE TEST RESULTS TO BE INCLUDED WITH MIX DESIGN SUBMITTAL.

D. GENERAL CONTRACTOR TO COORDINATE CONCRETE MOISTURE LEVEL AND ANTICIPATED MOISTURE

MITIGATION PROCEDURES WITH CONCRETE SUPPLIER/MIX DESIGNER AND OTHER AFFECTED

SUBCONTRACTORS (INCLUDING BUT NOT LIMITED TO FLOORING) TO ADDRESS ALL POTENTIAL SCHEDULE

AND INSTALLATION CONFLICTS.

5. DETAILING, FABRICATION, AND PLACEMENT OF REINFORCING STEEL SHALL BE IN ACCORDANCE WITH ACI 315

"DETAILS AND DETAILING OF CONCRETE REINFORCEMENT."

6. REINFORCING BARS SHALL CONFORM TO ASTM A615, GRADE 60, EXCEPT BARS SHOWN TO BE FIELD-BENT SHALL

BE ASTM A706, GRADE 60.

7. BARS TO BE WELDED SHALL CONFORM TO ASTM A706.

8. UNLESS NOTED OTHERWISE ON THE STRUCTURAL DRAWINGS, LAP BARS PER THE CONCRETE LAP SPLICE

SCHEDULE.

9. EXCEPT AS NOTED ON THE DRAWINGS, CONCRETE PROTECTION FOR REINFORCEMENT IN CAST-IN-PLACE

CONCRETE SHALL BE AS FOLLOWS:

A. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

B. EXPOSED TO EARTH OR WEATHER:

1. #6 THROUGH #18 BARS 2"

2. #5 BAR, W31 OR D31 WIRE, AND SMALLER 1-1/2"

C. NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

1. SLABS, WALLS, JOISTS: #11 BARS AND SMALLER 3/4"

2. BEAMS AND COLUMNS:

a. PRIMARY REINFORCEMENT 1-1/2"

b. STIRRUPS, TIES, SPIRALS 1-1/2"

FOUNDATION DESIGN:

1. FOUNDATIONS ARE DESIGNED WITHOUT AN ENGINEER'S SOIL INVESTIGATION. THE DESIGN CRITERIA IS

ASSUMED FOR PURPOSES OF FOUNDATION DESIGN.

2. GEOTECHNICAL ENGINEER SHALL VERIFY SOIL CONDITIONS AND TYPES DURING EXCAVATION AND PRIOR TO

PLACEMENT OF FORMWORK OR CONCRETE.

3. MINIMUM FROST DEPTH SHALL BE 3'-0" BELOW EXTERIOR GRADE.

FOOTINGS:

1. DESIGN OF FOOTINGS IS BASED ON IBC TABLE 1806.2:

A. MAXIMUM ALLOWABLE BEARING PRESSURE 2,000 PSF

2. BEAR ON THE NATURAL UNDISTURBED SOIL OR COMPACTED STRUCTURAL FILL. EXTERIOR FOOTINGS SHALL

BEAR BELOW FROST DEPTH.

POST-INSTALLED ANCHORS

1. CARE SHALL BE TAKEN IN PLACING POST-INSTALLED ANCHORS TO AVOID CONFLICTS WITH EXISTING REBAR.

EXISTING REINFORCING BARS SHALL NOT BE CUT UNLESS APPROVED BY THE EOR.

2. ALL ANCHORS MUST BE INSTALLED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INFORMATION (MPII) IN CONJUNCTION WITH EDGE DISTANCE, SPACING, AND EMBEDMENT DEPTH AS INDICATED ON THE DRAWINGS. HOLES SHALL BE DRILLED AND CLEANED IN ACCORDANCE WITH THE MPII.

3. SUBSTITUTION REQUESTS, FOR PRODUCTS OTHER THAN THOSE SPECIFIED, SHALL BE SUBMITTED BY THE CONTRACTOR TO THE ENGINEER-OF-RECORD ALONG WITH CALCULATIONS THAT ARE PREPARED & SEALED BY A REGISTERED PROFESSIONAL ENGINEER; REGISTRATION MUST BE IN THE STATE IN WHICH THE PROJECT IS LOCATED. THE CALCULATIONS SHALL DEMONSTRATE THAT THE SUBSTITUTED PRODUCT IS CAPABLE OF ACHIEVING EQUIVALENT PERFORMANCE VALUES (MINIMUM) OF THE SPECIFIED PRODUCT USING THE APPROPRIATE DESIGN PROCEDURE AND/OR STANDARD(S) AS REQUIRED BY THE AUTHORITY HAVING

JURISDICTION.

4. THE CONTRACTOR SHALL ARRANGE FOR A MANUFACTURER’S FIELD REPRESENTATIVE TO PROVIDE INSTALLATION TRAINING FOR ALL PRODUCTS TO BE USED, PRIOR TO THE ANCHOR INSTALLATION. A RECORD OF TRAINING SHALL BE KEPT ON SITE AND MADE AVAILABLE TO THE EOR/ SPECIAL INSPECTOR AS REQUESTED.

5. ADHESIVE ANCHORS MUST BE INSTALLED IN CONCRETE AGED A MINIMUM OF 21 DAYS (ACI 318-14 17.1.2)

6. ALL POST-INSTALLED ANCHORS SHALL BE INSTALLED IN DRY HOLES THAT HAVE BEEN DRILLED, CLEANED, AND

PREPARED IN STRICT ACCORDANCE WITH THE MANUFACTURER’S PRINTED INSTALLATION INFORMATION AND

THE RESPECTIVE ICC-ES EVALUATION REPORTS.

7. PROVIDE SPECIAL INSPECTION FOR ALL MECHANICAL AND ADHESIVE ANCHORS PER THE APPLICABLE BUILDING

CODE AND PER THE CURRENT ICC-ES REPORT (IBC TABLE 1705.3 NOTE B).

STRUCTURAL MASONRY RESTORATION:

1. DESIGN IS BASED ON ACI 530/ASCE 5/TMS 402, "BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES"

2. PER TESTING COMPLETED BY ATKINSON-NOLAND & ASSOCIATES IN REPORT 2004-M2-035 DATED JUNE 30, 2004, THE ASSUMED COMPRESSIVE STRENGTH OF MASONRY ASSEMBLY USED FOR DESIGN IS 960 PSI, BASED ON NET-

BEDDED AREA.

3. MORTAR SHALL MATCH ORIGINAL MORTAR AS DETERMINED BY MORTAR ANALYSIS INCLUDED IN REPORT 2004-

M2-035 BY ATKINSON-NOLAND & ASSOCIATES DATED JUNE 30, 2004 (EXCERPT BELOW).

4. ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY THE ARCHITECT AND/OR STRUCTURAL ENGINEER.

5. PLACEMENT OF MORTAR, GROUT, MASONRY UNITS AND WALL TIES SHALL COMPLY WITH TMS 602 / ACI 530.1 /

ASCE 6.

6. PROVIDE FULL SHOVED MORTAR IN ALL HEAD AND BED JOINTS.

7. WHERE NOTED ON THE DRAWINGS, PROVIDE CLEARANCE BETWEEN MASONRY AND STRUCTURAL ELEMENTS, OR

WRAP STEEL WITH POLYETHYLENE FILM.

STRUCTURAL WOOD FRAMING:

1. IN-GRADE BASE VALUES HAVE BEEN USED FOR DESIGN.

2. DIMENSIONAL LUMBER FRAMING SHALL BE S4S DOUGLAS FIR-LARCH NO. 1 AND BETTER UNO.

3. SOLID TIMBER BEAMS AND POSTS SHALL BE DOUGLAS FIR-LARCH NO. 1 AND BETTER UNO.

4. ALL LUMBER SHALL BE 19% MAXIMUM MOISTURE CONTENT AT THE TIME OF INSTALLATION UNO.

5. ALL WOOD EXPOSED TO WEATHER OR IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE

TREATED DOUGLAS FIR-LARCH OR SOUTHERN YELLOW PINE. PRESERVATIVE-TREATED WOOD SHALL BE TREATED IN ACCORDANCE WITH AWPA STANDARDS U1 AND M4. TREATMENTS SHALL HAVE NO AMMONIA ADDED

AND SHALL BE THE FOLLOWING USE CATEGORY:

A. UC2 AT INTERIOR

B. UC3B AT EXTERIOR WITH NO GROUND CONTACT

C. UC4B AT EXTERIOR WITH GROUND CONTACT

6. FASTENERS FOR USE WITH TREATED WOOD SHALL BE CORROSION RESISTANT IN ACCORDANCE WITH SECTION

2304.10.5 OF THE IBC.

7. ALL CONNECTORS USED WITH PRESSURE-TREATED MATERIAL SHALL BE STAINLESS STEEL ASTM 304 OR 316, OR HAVE A SIMPSON Z-MAX (G185) OR HDG COATING. STANDARD COATING (G90) IS ACCEPTABLE AT INTERIOR CONDITIONS WITH NON PRESSURE-TREATED LUMBER ONLY. CONNECTORS ARE TO BE IN ACCORDANCE WITH

ASTM A653 OR ASTM 123.

8. ALL IRON AND STEEL PRODUCTS ATTACHED TO TREATED LUMBER SHALL BE HOT-DIPPED GALVANIZED IN

ACCORDANCE WITH ASTM A123 OR SHALL BE TYPE 304 OR 316 STAINLESS STEEL.

9. STRUCTURAL MEMBERS SHALL NOT BE CUT FOR PIPES, ETC. UNLESS SPECIFICALLY NOTED OR DETAILED ON

THE STRUCTURAL DRAWINGS.

10. ALL BOLTS BEARING ON WOOD SHALL HAVE STANDARD CUT WASHERS UNDER HEAD AND/OR NUT, UNO.

11. METAL FRAMING ANCHORS SHOWN OR REQUIRED, SHALL BE SIMPSON STRONG-TIE OR EQUAL CODE APPROVED

CONNECTORS AND INSTALLED WITH ALL HOLES FILLED (ROUND AND TRIANGULAR) WITH THE MAXIMUM SIZE NAIL

RECOMMENDED BY THE MANUFACTURER TO DEVELOP THE MAXIMUM RATED CAPACITY.

12. CONNECTOR BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME B18.2.1 AND ASTM SAE J429 GRADE 1.

13. NAILS AND SPIKES SHALL CONFORM TO ASTM F1667.

14. WOOD SCREWS SHALL CONFORM TO ANSI/ASME B18.6.1.

15. LEAD HOLES FOR LAG SCREWS SHALL BE 40%-70% OF THE SHANK DIAMETER AT THE THREADED SECTION AND

EQUAL TO THE SHANK DIAMETER AT THE UNTHREADED SECTION.

16. CONVENTIONAL LIGHT FRAMING SHALL COMPLY WITH IBC SECTION 2308.

17. ALL JOISTS AND BEAMS SHALL BE SEAT-CUT FOR FULL UNIFORM BEARING AT SUPPORTS, SEATS, CAPS, ETC.

18. EXCEPT AS NOTED OTHERWISE, MINIMUM NAILING SHALL BE PROVIDED AS SPECIFIED IN TABLE 2304.10.1

"FASTENING SCHEDULE" OF THE IBC.

19. ALL MULTIPLE MEMBER BEAMS SHALL BE NAILED TOGETHER WITH MAX NUMBER OF 10D NAILS VERTICALLY @ 3"

AND HORIZONTALLY @ 12" PER PLY.

FIELD VERIFICATION OF EXISTING CONDITIONS:

1. THE GENERAL CONTRACTOR SHALL THOROUGHLY INSPECT AND SURVEY THE EXISTING STRUCTURE TO VERIFY

CONDITIONS THAT AFFECT THE WORK SHOWN ON THE DRAWINGS.

2. THE GENERAL CONTRACTOR SHALL REPORT ANY VARIATIONS OR DISCREPANCIES TO THE ARCHITECT AND

STRUCTURAL ENGINEER BEFORE PROCEEDING.

STRUCTURAL ERECTION AND BRACING REQUIREMENTS:

1. THE STRUCTURAL DRAWINGS ILLUSTRATE AND DESCRIBE THE COMPLETED STRUCTURE WITH ELEMENTS IN

THEIR FINAL POSITIONS, PROPERLY SUPPORTED, CONNECTED, AND/OR BRACED.

2. THE STRUCTURAL DRAWINGS ILLUSTRATE TYPICAL AND REPRESENTATIVE DETAILS TO ASSIST THE GENERAL

CONTRACTOR. DETAILS SHOWN APPLY AT ALL SIMILAR CONDITIONS UNLESS OTHERWISE INDICATED.

ALTHOUGH DUE DILIGENCE HAS BEEN APPLIED TO MAKE THE DRAWINGS AS COMPLETE AS POSSIBLE, NOT

EVERY DETAIL IS ILLUSTRATED AND NOT EVERY EXCEPTIONAL CONDITION IS ADDRESSED.

3. ALL PROPRIETARY CONNECTIONS AND ELEMENTS SHALL BE INSTALLED IN ACCORDANCE WITH THE

MANUFACTURERS' RECOMMENDATIONS.

4. ALL WORK SHALL BE ACCOMPLISHED IN A WORKMANLIKE MANNER AND IN ACCORDANCE WITH THE APPLICABLE

CODES AND LOCAL ORDINANCES.

5. THE GENERAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION OF ALL WORK, INCLUDING LAYOUT AND DIMENSION VERIFICATION, MATERIALS COORDINATION, SHOP DRAWING REVIEW, AND THE WORK OF SUBCONTRACTORS. ANY DISCREPANCIES OR OMISSIONS DISCOVERED IN THE COURSE OF THE WORK SHALL BE

IMMEDIATELY REPORTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR RESOLUTION.

6. CONTINUATION OF WORK WITHOUT NOTIFICATION OF DISCREPANCIES RELIEVES THE ARCHITECT AND

STRUCTURAL ENGINEER FROM ALL CONSEQUENCES.

7. UNLESS OTHERWISE SPECIFICALLY INDICATED, THE STRUCTURAL DRAWINGS DO NOT DESCRIBE METHODS OF

CONSTRUCTION.

8. THE GENERAL CONTRACTOR, IN THE PROPER SEQUENCE, SHALL PERFORM OR SUPERVISE ALL WORK NECESSARY TO ACHIEVE THE FINAL COMPLETED STRUCTURE, AND TO PROTECT THE STRUCTURE, WORKMEN, AND OTHERS DURING CONSTRUCTION. SUCH WORK SHALL INCLUDE, BUT NOT BE LIMITED TO TEMPORARY BRACING, SHORING FOR CONSTRUCTION EQUIPMENT, SHORING FOR EXCAVATION, FORMWORK, SCAFFOLDING, SAFETY DEVICES AND PROGRAMS OF ALL KINDS, SUPPORT AND BRACING FOR CRANES AND OTHER ERECTION

EQUIPMENT.

9. TEMPORARY BRACING SHALL REMAIN IN PLACE UNTIL ALL FLOORS, WALLS, ROOFS AND ANY OTHER

SUPPORTING ELEMENTS ARE IN PLACE.

10. THE ARCHITECT AND STRUCTURAL ENGINEER BEAR NO RESPONSIBILITY FOR THE ABOVE ITEMS, AND OBSERVATION VISITS TO THE SITE DO NOT IN ANY WAY INCLUDE INSPECTIONS OF THESE ITEMS.

LETTERS OF CONSTRUCTION COMPLIANCE:

1. THE GENERAL CONTRACTOR SHALL DETERMINE FROM THE LOCAL BUILDING AUTHORITY, AT THE TIME THE

BUILDING PERMIT IS OBTAINED, WHETHER ANY LETTERS OF CONSTRUCTION COMPLIANCE WILL BE REQUESTED

FROM THE STRUCTURAL ENGINEER.

2. THE CONTRACTOR SHALL NOTIFY THE STRUCTURAL ENGINEER OF ALL SUCH REQUIREMENTS IN WRITING PRIOR

TO THE START OF CONSTRUCTION.

3. FIVE-DAY ADVANCE NOTICE SHALL BE GIVEN WHEN REQUESTING SITE VISITS NECESSARY AS THE BASIS FOR

THE COMPLIANCE LETTER.

4. THE GENERAL CONTRACTOR SHALL PROVIDE COPIES OF ALL THIRD-PARTY TESTING AND INSPECTION REPORTS TO THE ARCHITECT AND STRUCTURAL ENGINEER A MINIMUM OF ONE WEEK PRIOR TO THE DATE THAT THE

COMPLIANCE LETTER IS NEEDED.

CODE STUDY:

1. THE STRUCTURAL SCOPE OF THIS PROJECT IS NOT COMPREHENSIVE. RATHER IT IS FOCUSED ON SPECIFIC

DISCRETE AREAS AS DEFINED IN THE STATE HISTORICAL FUND DOCUMENTATION. THE STRUCTURAL SCOPE IS

LIMITED TO:

A. REMEDIATING THE SLOPING EAST AND SOUTH PORCHES

B. PROPOER SUPPORT OF THE NORTH ENTRY CANOPY

C. DETERIORATION OF THE BRICK BASEMENT WALLS

STRUCTURAL GENERAL NOTES

Date

Drawn By

Checked By

Project Number

Scale

P.O. BOX 476,

EASTLAKE, COLORADO 80614

www.formworksdesigngroup.com

303.598.6545

JVA No. 21377

As indicated

S-000

GENERAL NOTES

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OCCUPANCY OR USE UNIFORMLY DISTRIBUTED (PSF) CONCENTRATED LOAD (LBS) LIVE LOAD REDUCTION

OFFICE 50 2,000 YES

PUBLIC SPACES 100 2,000 NO

FIRST FLOOR CORRIDORS 100 2,000 (1,000 SCHOOLS) NO

CORRIDORS ABOVE FIRST FLOOR 80 2,000 (1,000 SCHOOLS) YES

BALCONIES & DECKS 1.5 TIMES LL FOR THE

OCCUPANCY SERVED (100 MAX)

N/A NO

WALL (AREA)

WALL SURFACE

PRESSURE (psf)

10 sf 100 sf

Negative Zone 4 -29.2 -25.2

Negative Zone 5 -36.1 -28.0

Positive Zone 4 & 5 26.9 22.9

COMPONENT AND CLADDING ULTIMATE

WIND PRESSURE - HIP ROOF

ROOF (AREA)

SURFACE PRESSURE (psf)

10 sf 100 sf

Negative Zone 1 -35.2 -26.9

Negative Zone 2e -47.4 -34.1

Negative Zone 2r -58.9 -39.6

Negative Zone 3 -63.5 -42.4

Positive All Zones 20.1 16.0

Overhang Zone 1 -42.5 -45.7

Overhang Zone 2e -54.7 -50.1

Overhang Zone 2r -66.2 -55.7

Overhang Zone 3 -84.5 -52.9

INTENDED USE

EXPOSURE

CLASS

f'c, PSI

28 DAYS

MAX

W/CM

RATIO

MAXIMUM

AGGREGATE

SLUMP,

INCHES

(+/- 1")

AIR

CONTENT

PERCENT

(+/- 1.5%)

CEMENT

TYPE

ADMIXTURES /

COMMENTS

FOOTINGS F0-S0-W0-C1 3000 0.52 3/4" STONE 5 N/A I/II

PIERS F2-S0-W0-C1 4500 0.45 3/4" STONE 4 6% I/II

CONCRETE SLUMP REQUIREMENTS DURING PLACEMENT

DRILL METHOD SLUMP, INCHES

DRY, UNCASED, OR PERMANENT CASING 4 TO 6

TEMPORARY CASING 6 TO 8

SLURRY DISPLACEMENT 7 TO 9

CONCRETE POST-INSTALLED ANCHORS

ANCHOR TYPE DEWALT HILTI SIMPSON

ADHESIVE AC200+ (ICC ESR-4027) HIT-HY 200 (ICC ESR-3187) AT-XP (UES ER-263)

SYMBOLS KEY

GRID

X

DIRECTION OF DECK SPAN

GRID DESIGNATION

REVISION

SHORING

STEP IN FLOOR ELEVATION

BRICK

CIP CONCRETE

EXISTING CONCRETE

EARTH

WOOD BEARING WALL

XX:12 ROOF SLOPE

SLOPE DIRECTION OF SLOPE (DOWN)

DN UP STAIR OR RAMP DIRECTION

WOOD HEADER

WOOD JOIST OR BEAM

SUPPORTED BY METAL

HANGER

WOOD JOIST CONTINUOUS

OVER

INTERMEDIATE SUPPORT

WOOD JOIST BEARING ON TOP OF SUPPORT

INDICATES STRUCTURAL ELEVATIONX

SX

ABBREVIATIONS KEY

@ ON CENTER SPACING DWG DRAWING LGS LIGHT GAGE STEEL

REINF REINFORCE, -ED, -ING(E) EXISTING DWL DOWEL LL LIVE LOAD

REQ REQUIRED(N) NEW EA EACH LLH LONG LEG HORIZONTAL

REQMT REQUIREMENT(R) REMOVE ECC ECCENTRIC LLV LONG LEG VERTICAL

RET RETAININGAB ANCHOR ROD (BOLT) E-E END TO END LOC LOCATION

RM ROOMADDL ADDITIONAL EF EACH FACE LP LOW POINT

RMO ROUGH MASONRY OPENINGADJ ADJUSTABLE EJ EXPANSION JOINT LSL

LAMINATED STRAND

LUMBER (GENERIC TERM)

RO ROUGH OPENINGAESS

ARCHITECTURALLY EXPOSED

STRUCTURAL STEEL

EL ELEVATION LT LIGHT

SC SLIP-CRITICALAFF ABOVE FINISHED FLOOR ELEC ELECTRIC, ELECTRICAL LVL

LAMINATED VENEER

LUMBER (GENERIC TERM)

SCH SCHEDULEALT ALTERNATE EMBED EMBEDMENT MACH MACHINE

SDST SELF-DRILLING/

SELF-TAPPING

AMT AMOUNT ENGR

EOR

ENGINEER

ENGINEER OF RECORD

MASY MASONRY

SECT SECTIONANCH ANCHOR, ANCHORAGE EQ EQUAL MATL MATERIAL

SF SQUARE FEET, SUB-FLOORAPPROX APPROXIMATE EQUIP EQUIPMENT MAX MAXIMUM

SHT SHEETARCH ARCHITECT, -URAL EQUIV EQUIVALENT MB MACHINE BOLT

SHTG SHEATHINGATR ALL THREAD ROD ES EACH SIDE MECH MECHANICAL

SIM SIMILARAVG AVERAGE EST ESTIMATE MEZZ MEZZANINE

SLH SHORT LEG HORIZONTALBC BOTTOM OF CONCRETE E-W EAST TO WEST MFR MANUFACTURE, -ER, -ED

SLV SHORT LEG VERTICALBL BRICK LEDGE EXC EXCAVATE MIN MINIMUM

SOG SLAB ON GRADEBLK BLOCK EXP EXPANSION ML

MICROLLAM (TRUS-JOIST

BRAND LVL), MASONRY LINTEL

SP SPACES, SPACEDBLKG BLOCKING EXT EXTERIOR MO MASONRY OPENING

SPEC SPECIFICATIONSBM BEAM FD FLOOR DRAIN MTL METAL

SQ SQUAREBOT BOTTOM FDN FOUNDATION NF NEAR FACE

ST SNUG-TIGHT

BRG BEARING FF FINISHED FLOOR, FAR FACE NIC NOT IN CONTRACT

STD STANDARD

BW BOTTOM OF WALL F-F FACE TO FACE NS NEAR SIDE

STIFF STIFFENER

CB COUNTERBORE FIG FIGURE N-S NORTH TO SOUTH

STL STEEL

CF CUBIC FOOT FL FLUSH NTS NOT TO SCALE

STRUCT STRUCTURE, -ALCG CENTER OF GRAVITY

FLG FLANGE OCJ OSHA COLUMN JOIST

SUPT SUPPORTCIP CAST-IN-PLACE

FLR FLOOR OD OUTSIDE DIAMETER

SY SQUARE YARDCJ

CONSTRUCTION JOINT,

CONTROL JOINT

FO FACE OF

OH OPPOSITE HAND

SYM SYMMETRICALCJP

COMPLETE JOINT

PENETRATION

FP FULL PENETRATION

OPNG OPENING

T&B TOP AND BOTTOMCL CENTER LINE

FS FOOTING STEP, FAR SIDE

OPP OPPOSITE

T&G TONGUE AND GROOVECLG CEILING

FTG FOOTING

OSB ORIENTED STRAND BOARD

TB TOP OF BEAMCLR CLEAR

GA GAGE, GAUGE

PAF

POWDER ACTUATED

FASTENER

TC TOP OF CONCRETE

CM

CONSTRUCTION

MANAGER, -MENT

GALV GALVANIZED

PC PRECAST

TCA

TORQUE-CONTROLLED

ANCHORCMU CONCRETE MASONRY UNIT

GC GENERAL CONTRACTOR

PCF POUNDS PER CUBIC FOOT

TD TOP OF DECKCOL COLUMN

GEN GENERAL

PE PRE-ENGINEERED

THD THREADCOM COMMON

GL GLUED LAMINATED, GLULAM

PEN PENETRATION

THK THICK, -NESSCOMB COMBINATION

GND GROUND

PERP PERPENDICULAR

TJ TOP OF JOIST

CONC CONCRETE

GR GRADE

PJP

PARTIAL JOINT

PENETRATION

TL TOTAL LOADCONN CONNECTION

GT GIRDER TRUSS

PL PLATE

TPG TOPPINGCONT CONTINUOUS, CONTINUE

GYP BD GYPSUM BOARD

PLF POUND PER LINEAR FOOT

TRANS TRANSVERSECOORD

COORDINATE,

COORDINATION

HAS HEADED ANCHOR STUD

PNL PANEL

TW TOP OF WALLCS COUNTERSINK

HDG HOT-DIP GALVANIZED

PP PANEL POINT

TYP TYPICALCTR CENTER

HDR HEADER

PS PRESTRESSED

ULT ULTIMATECY CUBIC YARD

HORIZ HORIZONTAL

PSF POUNDS PER SQUARE FOOT

UNO UNLESS NOTED OTHERWISEDAB DEFORMED ANCHOR BAR

HP HIGH POINT

PSI POUNDS PER SQUARE INCH

VERT VERTICAL

DET DETAIL

HT HEIGHT

PSL

PARALLEL STRAND LUMBER

(GENERIC TERM)

VIF VERIFY IN FIELD

DEV DEVELOP

ID INSIDE DIAMETER

PT

POST TENSIONED,

PRESSURE TREATED

WP WORK POINTDIAG DIAGONAL INT INTERIOR, INTERMEDIATE PTN PARTITION

WT WEIGHTDIM DIMENSION IT INVERTED TEE PWD PLYWOOD

WWF WELDED WIRE FABRICDL DEAD LOAD JB JOIST BEARING QTY QUANTITY

XS EXTRA STRONGDN DOWN JST JOIST R RADIUS

XSECT CROSS SECTIONDP DRILLED PIER JT JOINT RE REFERENCE, REFER TO

XXS DOUBLE EXTRA STRONGDT DOUBLE TEE K KIP (1,000 LBS) RECT RECTANGLE

SSR SHEAR STUD RAIL

CFS COLD FORMED STEEL

IF INSIDE FACE

OF OUTSIDE FACE

STRUCTURAL DRAWING LIST

SHEET NO SHEET TITLE

S-000 GENERAL NOTES

S-001 ABBREVIATIONS & SYMBOLS

S-100 PARTIAL BASEMENT & FIRST FLOOR/FOUNDATION

PLAN

S-102 SECOND FLOOR PLAN

Date

Drawn By

Checked By

Project Number

Scale

P.O. BOX 476,

EASTLAKE, COLORADO 80614

www.formworksdesigngroup.com

303.598.6545

JVA No. 21377

12" = 1'-0"

S-001

ABBREVIATIONS & SYMBOLS

R

IC

H A

R D

S H

A R

T E

S T

A T

E

IRG

CBB

AUG 19, 2022

21-028

B E

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S T

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N U

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ID

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F O

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W

BASEMENT BRICK WALL SCOPE (QUANTITIES INCLUDED FOR PRICING PURPOSES - TO BE VERIFIED

IN FIELD)

• REMOVE AND REPLACE ALL DETERIORATED BRICKS (ASSUME 10% OF WALL AREA)

• INSTALL IMPERMEABLE DAMP-PROOF COURSE (LEAD OR COPPER DAMPSTOPPING SHEET) IN A

HORIZONTAL MORTAR JOINT 3 COURSES ABOVE THE FINISH FLOOR ELEVATION AROUND ENTIRE

PERIMETER OF BASEMENT AND ALONG THE INTERIOR BRICK PARTITION WALL

• RAKE OUT ALL DETERIORATED MORTAR JOINTS AND REPOINT WITH A COMPATIBLE MORTAR AS

PRESCRIBED IN THE 2004 ATKINSON-NOLAND REPORT BASED ON MORTAR SAMPLES FROM THE

BUILDING (ASSUME 30% OF WALL AREA). SEE &

• LEAVE THE INTERIOR FACE OF THE BRICK WALLS EXPOSED (NO PLASTER OR PARGE COATS)

• MONITOR THE WALLS PERIODICALLY. IF THESE MEASURES DO NOT REMEDY THE RISING DAMP

ISSUE, CONTACT ARCHITECT & ENGINEER TO PROVIDE A BLINDSIDE WATERPROOFING SOLUTION

1/S-100 2/S-100

AFTER (E) ROOF AND FLOOR FRAMING SHORED,

REMOVE ANY (E) DETERIORATING WOOD COLUMNS

BELOW THE PORCH FLOOR LEVEL. REMOVE THE (E)

CONCRETE PIER FOUNDATIONS (6 LOCATIONS THUS)

SHORE (E) PORCH ROOF & FLOOR

FRAMING (SHORING BY OTHERS)

PT 6x6 WOOD POSTS ATTACHED TO PIER WITH ABU66Z POST BASE.

CONNECTION TO (E) PORCH FLOOR FRAMING AND (E) COLUMN ABOVE TBD

PRIOR TO CONSTRUCTION ONCE CONTRACTOR HAS EXPOSED UNDERSIDE

OF PORCH. CONTACT ARCHITECT & EOR FOR SOLUTION ONCE EXPOSED

SHORE (E) PORCH ROOF & FLOOR

FRAMING (SHORING BY OTHERS)

2' x 2' x 1' THICK CONCRETE FOOTINGS (BASE AT FROST

DEPTH) REINFORCED W/ (2) #4 EA WAY, TYP (6 THUS)

8" SQUARE CONCRETE PIER ATOP FOOTING UP TO 8" ABOVE

GRADE REINFORCED WITH #3 EA CORNER AND #3 HOOPS @

12" VERTICALLY, TYP (6 THUS)

(E) 1x4 T&G DECKING

(E

JO

IS

T S

V

IF

(E) BEAM, VIF

(E) JOIST, VIF

(E) 1x4 T&G

DECKING

(E

B E

A M

, V

IF

2' x 2' x 1' THICK CONCRETE FOOTINGS

(BASE AT FROST DEPTH - 36" BELOW

GRADE) REINFORCED W/ (2) #4 EA WAY,

TYP (2 LOCATIONS THUS)

8" SQUARE CONCRETE PIER ATOP FOOTING UP TO 8" ABOVE

GRADE REINFORCED WITH #3 EA CORNER AND #3 HOOPS @

12" VERTICALLY, TYP (2 LOCATIONS THUS)

PT 6x6 WOOD POST

ATTACHED TO PIER WITH

ABU66Z POST BASE

FOR PRICING ASSUME NEW CONNECTION (SUCH AS

HANGER) WILL BE NEEDED FROM (E) BEAM TO (N)

POST (6 LOCATIONS THUS)

TYPICAL MASONRY UNIT

3/4" MIN

REMOVE MORTAR AT ALL DESIGNATED

MORTAR JOINTS TO A DEPTH OF 3/4"

MINIMUM, OR UNTIL SOUND MORTAR

LOCATED. DO NOT GRIND THROUGH ANY

STEEL EMBEDMENTS, IF ENCOUNTERED

BACK OF JOINT SHALL BE SQUARE

TUCKPOINT GROUND-OUT JOINT W/ (3)

1/4" LIFTS OF MORTAR. WAIT UNTIL

PREVIOUS MORTAR IS THUMB-PRINT

HARD BEFORE TUCKPOINTING NEXT

LAYER. PRE-HYDRATE TUCKPOINTING

MORTAR AND JOINT AS DEFINED IN THE

PROJECT SPECIFICATIONS

1/4" EACH

(E) MORTAR BED JOINT

DO NOT DAMAGE BRICK UNITS.

DAMAGED BRICK UNITS MUST BE

REPLACED AT NO COST TO THE OWNER

(E) MORTAR JOINTS

"HALF-MOONS" CREATED BY GRINDER

ARE UNACCEPTABLE AND MUST BE

REMOVED VIA MANUAL CHIPPING OR

OTHER MEANS TO ACHIEVE A UNIFORM

3/4" MIN DEPTH

NOTE: MOCKUP IS REQUIRED

TYPICAL JOINT REPAIR

Date

Drawn By

Checked By

Project Number

Scale

P.O. BOX 476,

EASTLAKE, COLORADO 80614

www.formworksdesigngroup.com

303.598.6545

JVA No. 21377

As indicated

S-100

PARTIAL BASEMENT & FIRST

FLOOR/FOUNDATION PLAN

R

IC

H A

R D

S H

A R

T E

S T

A T

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IRG

CBB

AUG 19, 2022

21-028

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1' 2' 4'0 8'

NORTH

1/4"1/4" = 1'-0"

PARTIAL BASEMENT

1' 2' 4'0 8'

NORTH

1/4"1/4" = 1'-0"

FIRST FLOOR/FOUNDATION

No. Description Date

NO SCALES-100

REPOINTING REPAIR2

NO SCALES-100

MORTAR JOINT REPAIR1

April 2026 grant application scope limited to south porch.

Polygon

SHORE (E) PORCH ROOF & FLOOR

FRAMING (SHORING BY OTHERS)

PRIOR TO PORCH FOUNDATION WORK

SHORE (E) PORCH ROOF & FLOOR

FRAMING (SHORING BY OTHERS)

PRIOR TO PORCH FOUNDATION WORK

VERIFY OR PROVIDE MINIMUM

FASTENING BETWEEN ALL WOOD

FRAMING MEMBERS AS REQUIRED

BY IBC TABLE 2304.10.1

6x6 POST. LOCATION TO

MATCH EAST COLUMN

OF NORTH CANOPY

(E) 2x6 BEAM

(E) 4x6 BEAM

(E) 2x6 RAFTERS @ 1'-4"±

(E) 6x6 POST

Date

Drawn By

Checked By

Project Number

Scale

P.O. BOX 476,

EASTLAKE, COLORADO 80614

www.formworksdesigngroup.com

303.598.6545

JVA No. 21377

1/4" = 1'-0"

S-102

SECOND FLOOR PLAN

R

IC

H A

R D

S H

A R

T E

S T

A T

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IRG

CBB

AUG 19, 2022

21-028

B E

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F O

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W

1' 2' 4'0 8'

NORTH

1/4"1/4" = 1'-0"

SECOND FLOOR & LOW ROOF FRAMING PLAN

No. Description Date

April 2026 grant application scope limited to south porch.

Polygon